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Thanks again all. We were able to get all the original calcs, strand layout, etc. We are going to add the support, reinforce for shear at the new bearing location with carbon fiber, and cut a shallow control joint only in the topping slab. All stresses worked out.

Thanks all. This is an existing condition and just a small portion of the overall floor plan with reference to the diaphragm. I will check that. We have the original precast supplier on board with old files that will show us "exactly" what was put where with respect to the strands, drape...

Greetings all: I have a project with precast/prestressed 25" x 8'-0" double tees with a current span of 56'-0" that had an original design capacity of 75 psf. We would like to increase the capacity to 125 psf to 150 psf. One option that we would like to consider is to place beam and column...

Have holes that allow moisture to escape been placed near the bottom of the column or in the baseplate directly under the post location? May be getting some additional stresses due to freeze/thaw if they are placed in those conditions. We have drilled holes in deformed window frames and HSS...

The geotechnical engineer should be able to give you a point of lateral fixity. This will be the depth at which you can stop your cage and assume a cantilever type column design. The cage should go to this point or a little past it.

Make sure you proceed with caution when using VS joists depending on the fire rating required if applicable. VS joists at this time are not U.L. rated.